Download FEDRA Masonry

Masonry Buildings according to Eurocode 6
USERS MANUAL
Copyright © 2008 RUNET®software
FEDRA Masonry Buildings
RUNETsoftware
FEDRA, Design of masonry structures with Eurocode 6, Version 3/08, User manual
The sofware FEDRA (design of masonry structures with Eurocode 6), described in this users
manual, is furnished under a license agreement. The software can be used only in accordance
with the terms of the license agreement. Information in this document is subject to change
without notice.
1. License Agreement
You should carefully read the following terms and conditions before using this software.
Unless you have a different license agreement signed by RUNET software &expert systems,
your use of this software indicates your acceptance of this license agreement and warranty.
Each registered copy of FEDRA can be used at a single workstation.
Governing Law
This agreement shall be governed by the European Community (EC) laws.
Disclaimer of Warranty
THIS SOFTWARE AND THE ACCOMPANYING FILES ARE SOLD "AS IS" AND
WITHOUT WARRANTIES AS TO PERFORMANCE OF MERCHANTABILITY OR ANY
OTHER WARRANTIES WHETHER EXPRESSED OR IMPLIED. Because of the
various hardware and software environments into which FEDRA may be put, NO WARRANTY
OF FITNESS FOR A PARTICULAR PURPOSE IS OFFERED. Good data processing
procedure dictates that any program be thoroughly tested with non-critical data before relying
on it. The user must assume the entire risk of using the program.
ANY LIABILITY OF THE SELLER WILL BE LIMITED EXCLUSIVELY TO PRODUCT
REPLACEMENT OR REFUND OF PURCHASE PRICE.
RUNET Norway as
Tennfjord 6264
Norway
e-mail: [email protected]
Internet: www. runet-software.com
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Table of contents
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License Agreement ...........................................................................................3
About FEDRA ...................................................................................................6
Basic program philosophy ..................................................................................7
What to do just after the program installation .......................................................9
Basic design steps ............................................................................................9
Project .......................................................................................................... 13
Project Files................................................................................................ 14
Project Folder ............................................................................................. 14
Browse ...................................................................................................... 14
Delete project ............................................................................................. 14
Drawing ........................................................................................................ 15
Drawing palette .......................................................................................... 15
Step by step, your first example ....................................................................... 16
Drawing - Object properties .......................................................................... 23
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Walls...................................................................................................... 23
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Beams.................................................................................................... 23
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Windows................................................................................................. 24
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Columns ................................................................................................. 24
Building topology............................................................................................ 25
Masonry Materials ....................................................................................... 27
Masonry walls ............................................................................................. 27
Masonry units ............................................................................................. 28
Mortars...................................................................................................... 29
Concrete - Reinforcing steel .......................................................................... 30
Structural Loads.......................................................................................... 31
Structural Loads.......................................................................................... 31
Action coefficients Eurocode 0, T.A1.1 ............................................................ 31
Initial values............................................................................................... 32
Earthquake................................................................................................. 32
Building ..................................................................................................... 33
Dimensions ................................................................................................ 33
Masonry..................................................................................................... 33
Materials.................................................................................................... 34
Design parameters ...................................................................................... 34
General building characteristic....................................................................... 35
Building Shape - Floors ................................................................................ 35
Floor type-floor height ................................................................................. 35
Masonry type.............................................................................................. 35
Reports...................................................................................................... 36
Printing Report............................................................................................ 36
Printing drawings ........................................................................................ 37
Save drawing to DXF file .............................................................................. 37
Timber roof with Eurocode 5 ......................................................................... 38
Roof type ................................................................................................... 38
Dimensions element cross sections ................................................................ 39
Dimensions of truss ..................................................................................... 39
Stiffness of joints ........................................................................................ 39
Spacing of trusses ....................................................................................... 39
Spacing of purlins........................................................................................ 39
Roof finishing.............................................................................................. 40
Strength classes.......................................................................................... 40
Wind loading EC1 part 2-4 ............................................................................ 41
Wall load eccentricity ................................................................................... 42
Design methodology .................................................................................... 43
Slabs......................................................................................................... 43
Beams ....................................................................................................... 44
Masonry walls ............................................................................................. 44
Columns .................................................................................................... 45
Foundation ................................................................................................. 45
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Seismic Design ........................................................................................... 45
The Finite Element method ........................................................................... 46
Basic directions ........................................................................................... 47
Drawing Beams........................................................................................... 47
Drawing Columns ........................................................................................ 48
What kind of buildings can be designed with FEDRA ......................................... 49
What you cannot do..................................................................................... 50
Program limitations ..................................................................................... 50
Report parameters ...................................................................................... 51
Report –setup ............................................................................................. 51
Report Page Header ................................................................................. 51
Main report ............................................................................................. 51
Report page footer ................................................................................... 51
Page setup ................................................................................................. 52
Report cover ........................................................................................... 52
Report setup, Various ............................................................................... 52
Bibliography ............................................................................................... 53
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2. About FEDRA
FEDRA is a tool to design of masonry buildings, according to Eurocode 6, EN 1996-11:2005. The concrete floors and columns, are designed according to Eurocode 2, and the
timber roof according to Eurocode 5. The seismic loads are defined as static horizontal
loads, with a reverse triangular distribution. For the floors it is assumed that they act as
horizontal stiff diaphragms.
A complete report is produced, with analytical computations and drawings for the floor
plans and reinforcement.
The program contains an easy to use drawing package where you can define the building
and the properties of the building elements.
The expert system, built in the program does an automatic topology recognition of the
structure of the building and produces automatically the structural model, with automatic
load transferring, and mesh generations.
Notice although, that no matter how advanced and easy the program is to use, in no case
the experience, knowledge and the opinion of the engineer can be replaced in a design. The
program is a tool which helps the engineer to obtain results for complicated structures. The
designer engineer should not forget that he has to understand, and interpret correctly the
results of the program.
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3. Basic program philosophy
1. All general settings are made from the main menu
File, Report, Parameters, Timber design, Options.. .
2. Computations
The parameters and the coefficients for each design as well as various computed values are
shown on the yellow pad on the left. To change the loads, parameters or coefficients of a
project, click at the corresponding lines at the yellow pad.
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3. Reports
The various chapters of the report are created
simultaneously with the computations. By clicking on
the lines of the green pad you preview the
corresponding chapters of the report.
Red lines appearing in the reports warn you for errors
in the computations. It is always necessary to check
the report chapter ‘Masonry design’, ‘Slab Design’,
‘Beam design’, ‘Columns’, and ‘Foundation’, for errors
in the design.
4. Print report
You can print or preview the report from [Report] menu or the buttons on the right side.
5. Help
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4. What to do just after the program installation
1. Define the parameters, building, materials, and seismic coefficients, from the menu
parameters.
• Parameters/Materials, Check the masonry units, mortars and masonry walls
existing in the program and adjust them according to the ones in your region.
The same for the properties of concrete and steel.
• Parameters/Loads, Check and adjust the various loads according to the
design code of your region, or your country.
• Parameters/Initial values Set the default materials, dimensions, seismic
coefficients, and other coefficients.
• Parameters/Reinforcing bar symbol. Set the symbol for the reinforcing bars
usually Φ, (default #).
2. Create a project folder with the menu [File/Main folder for Projects].
3. Define your report appearance from [Report/ Report setup].
5. Basic design steps
1. Open a new Project from the [File] menu.
2. When you open a project file the default coefficients and parameters you have chosen
for the program are loaded into the project file. The original default parameters (materials,
seismic coefficients, coefficients, loads) are maintained in the program in the menu
[Parameters/Initial values].
3. Check the coefficients and the parameters of the project, and if necessary change some
of them by clicking on the corresponding lines of the yellow pad. (E.g. To add floors in the
building). Keep in mind that all the project parameters written in the project files, can be
changed by clicking at the corresponding commands on the yellow pad. The program
default parameters (materials, loads, action coefficients, seismic coefficients) are
maintained in the program through the top menu [Parameters].
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4. Click at the place of the hand pointer Drawing plans.
See Chapter Drawing for details.
5. After you enter all the building elements (walls, beams, columns ), you must do a
topology recognition by clicking at
on the yellow pad.
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on the top right, or by clicking the [Topology] line
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6. After the topology recognition click on the line Computations of the yellow pad in order
to do all the computations. Solution and dimensioning of concrete slabs, beams and
columns. Finite element solution of each wall in its plane, and checking all the requirements
of Eurocode 6. The load transferring, building element interconnection, mesh generations
etc., are done automatically.
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7. After the computations you must preview the reports and the drawings, by clicking on
the lines on the green pad. Red lines appearing in the reports warn you for errors in the
computations. It is always necessary to Preview (check) the reports under chapter
‘Masonry design’, ‘Slab Design’, ‘Beam design’, ‘Columns’, and ‘Foundation’, for errors in
the design
8. From [Report/Print report] you can print and choose chapters to be included.
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6. Project
You can create a new project, or you open an old one. The program automatically creates
all the necessary files and folders for the project. You just enter the project file name in a
project folder. To choose an old project just double click on the name on the right window
(with the extension .rpr) The name must not include illegal file characters ( * , etc). To
choose an old project just double click on the name on the right window (with the
extension .rpr) .
In the dialog appearing next, enter the title of project, owner and some notes for the
project.
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Project Files
For every project it is created many files as: the input data, the results, and files for the
report production.
The file organization of the program is as following.
You define some folders as project folders with the dialog of the menu Options/Project
folder . These folders are used as containers for the folders of each project. By default the
program has a project folder \projects.
For each project you choose a name with the menu command [File/Project]. Then inside
the project folder another folder is created with the name of the project and inside there all
the corresponding files to the project are placed.
If you name e.g. a project, Pr1002 then a folder \projects\Pr002 is created and all the files
of the project pr002 are placed inside there.The saving of the data in the files is done
automatically, when changes are taking place.
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Project Folder
The project files are kept in a separate folder for each project These folders are created
inside the basic folder containers which we name project folders. So for each new project
you select the project folder and inside this folder the project folder is created. E.g. for the
project Building-1 you select project folder \...\Projects-A. The program automatically is
going to create a folder \...\Project-A\Building-1 and inside there is going to place all the
files of the project.
You define the project directories with the menu Options/Project folder
You open a project and a corresponding files by selecting it on the right (*.rpr) window.
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Browse
Browse for projects. You choose
project folder and as you select a
project from the left window
(extension rpr), you see the date and
short description of the project.
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Delete project
Delete a project and all its files. The
folder which contains the project files
is deleted.
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7. Drawing
The drawing part of the program is object oriented. By clicking the mouse you create,
place on the drawing canvas, move and delete various objects. the objects which you can
see on the drawing palette on the top are : outline, walls, windows, doors, beams,
columns, slab beams, balconies, dimensions. Each object has characteristic properties as
length, position etc. you can see and change the properties from the left window. Choose
the objects with the mouse and place them on the drawing canvas. Automatically they take
the default properties. Then by clicking on each object you select it, and you can move it,
by moving the mouse, or you can change its properties on the left property window.
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Drawing palette
The contents of each drawing are defined from the layers. Each object set is on a different
layer. By defining which layer is active you can have various objects to appear.
After checking the parameters and setup of different default values, you can enter the
drawing part of the program. Here you draw and define your building in details.
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8. Step by step, your first example
To make the drawings of the building we are using an assisting line to define the building’s
outer side and we call it outline. The outline will be used to place the outside walls of the
building easily. We will start with the ground floor.
Select Outline.
Click at the drawing pad to give the outline nodes. Mark the four corners of a rectangle
about 5m (y) high and 8m (x) long. Start at the left down corner and go toward right. Do
not worry if you don’t hit exactly the right points, we will straight up the outline later.
The mesh at this point is set to 1m.
At bottom left you can see the coordinates of the mouse pointer, the angle and the length of
the outline side. You can also enter or edit the nodes of the perimeter from the Node Table,
by pressing the (Insert) key on the keyboard. But this is needed only for complicated
designs.
Close the outline with right click on the mouse at the last outline node.
The rectangle you just made has 8 square node points.
To straight up the rectangle we need to select the object by clicking next to it. When the
object is selected, it turns red.
Press Tab Edit and choose Snap to mesh
and the outline becomes adjusted to the
mesh. Click anywhere in the drawing pad to release the outline.
NOTE
If you draw something you are not satisfied with, select the object with the arrow of the
Objects menu and click Edit/
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or the Delete button at your keyboard.
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We are ready to make the walls
Go to Tab Objects and choose rectangular wall
Move the pointer to the middle node of the left outline where you want the wall to be
placed and click. A grey thick line with a thin red outline is your wall. The walls will be
numbered in the sequence you make them.
To continue drawing walls click at
drawing walls until you release it.
, top right of your screen, and then you can keep on
Click at all four sides of the outline to make four walls.
Make an inside wall from wall 2 to wall 4 about 3m from the left.
Release
For the moment we finished making walls.
You can drag the walls or the beams with the mouse or you can set their exact position
from the properties. From the properties you can also select different masonry materials, or
change their dimensions.
In the same way you place columns, windows, doors etc. you can drag all these objects
with the mouse to a different place.
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Notify the Object properties window. When you select an object, a full description of
the object is given in the Object properties window. Every object has its name, length,
thickness, etc, etc..
The little blue mark you see when the object is selected is the origin point of the
object. This is the point the coordinates Xo and Yo are referred to. Each object has a
direction, which is from the blue point at left to the other end at right. If you want to
change direction of an object, change its angle by 180°.
Click on the different walls to see their properties. When the Object properties window
is empty, no object is selected.
We will make a column in the middle of the right room.
Choose column
and place a column in the centre of the room.
We will make a beam from wall 5 over the column to wall 3.
Choose
at the object menu.
Click with the pointer at the middle of wall 5 to wall 3 by click, drag and click.
A double line shows up. This is your beam.
Click anywhere on the drawing area to release the beam, or right click on the mouse.
Choose the window
with the pointer.
tool and place some windows on the wall by clicking on the wall
The window is drawn in its default values. If you want to change its properties go to
the Object properties window and change them. When the window object is selected
(red) you can slide it along the wall.
Click anywhere on the drawing area to release the window object.
Up to now you have been working on the plan of the ground floor. You can see a view of
the wall at the ground floor by :
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Clicking on the wall so you see it marked selected.
Click on the tab [View] under your drawing pad.
If you like to move a window, select it and pull it around on the wall’s view.
1. Go back to the plan of the ground floor.
We will construct the 1. floor. Since the 1. floor has the same form as the ground floor, we will
just copy the ground floor and then do the necessary changes.
Choose the arrow, go to the Tab Edit tab and mark a generously a rectangle around all the
four walls.
Click copy,
(all the selected objects)
Click on the Tab [1st Floor], and Paste.
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It is important you are sure the walls have been copied to the 1.floor and not the original
floor. In that case you will have problems with the topology recognition because you have
walls over walls in the same floor, and there is no way to have a meaningful structural
object. First click the tab and change floor, and the do paste.
19. Draw a beam from the column to wall 2.
If you want to move the beam, choose it with the arrow, it becomes red, and you can
adjust the position. If you want to change other properties go to the Object properties
window and change them.
20. When the beam still is marked red, go to the Object properties window and
change the length to 2,5m. Move it to its final placement.
Remember, If you draw something you are not satisfied with, select it and click
or
the Delete button at your keyboard.
Also you can select any object and move it around with the mouse, or change any time
its properties, from the object property editor.
You can do multiple selections e.g. pressing the [Shift] key and clicking at three walls, you
can after change the masonry material for all three of them. In the same way you can
delete all the three walls by pressing [Delete].
Stay on the plan of the first floor. We will draw a balcony and a door on the 1st floor.
Go to the Object Tab and choose Balcony
wall.
, place it on the right wall by clicking on the
If you want to change the balconies properties, go to the Object properties. You can
move its position by slide it along the wall.
Draw a door to the balcony by choosing Door
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and click the wall in front of the balcony.
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We go back to the ground floor, choose Tab of Gr. Floor.
Now we will put some dimensions on the drawing.
Choose Dimensions
Choose Continuous
Click on the walls you want to dimension.
Click on the windows, and other object you want to give dimensions.
Release
Also you can place dimensions by clicking at two points.
The dimensions are placed automatically. If you want to move the dimension lines, select
them and move them with the mouse.
This program does not include stairs, but we will draw a hole in the plate to make the
opening for the stairs.
Go to the plan of the 1st floor.
Click on slab Topology
to view your plate.
On Tab 1st floor you can see the floor has four numbered slabs. The slabs have the default
thickness.
Choose the button
and you can see the preset thickness of the slabs.
Click on the 3rd slab and give plate thickness 0,00. This area has now no thickness and
makes an opening for the stairs.
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If the topology of plates is not right (plates are not connected), increase the dmin inside
the window and click Compute again.
When your plate looks Ok, Close the Topology Evaluation.
Press EXIT
to leave the drawing modulus of the program.
Go to the Computations at the yellow screen to calculate the building.
Click on Compute, and the entire buildings element will be calculated and checked.
Exit and Recompute.
NOTE. You must go to the Masonry design report to check for comments in red colour. The
red comments mean that the calculations are not verified.
Adjust parameters (e.g. Change wall materials), when your design is not verified, and then
compute again.
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Drawing - Object properties
• Masonry walls
• Beams
• Openings
• Columns
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Walls
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Beams
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Windows
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Columns
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You can change drawing scale, the size of the drawing grid or drawing mesh.
The contents of each drawing are defined from the layers. Each object set is on a different
layer. By checking the active layers, you can define which objects to appear.
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9. Building topology
The topology of the plates of each floor, the surrounding beams and walls, the shape and
anything that is needed for the slab analysis and the load evaluation, are automatically
recognized by the program expert system. The user has complete overview of the topology
and all the analytical computations in the reports. If the topology is not correct, then you
can move or change the wall and beam position slightly, or increase the minimum
recognition distance d min and click the Compute button again.
Even in case of timber roof you have to do a topology recognition, so the closed areas of
the roof are recognized and the roof loads computed and distributed to the walls.
In case you do not get a right topology recognition...
Increase the value of d min and click Compute. Repeat this until the topology is right or go
back to the drawing and change the length or the position of the walls. In setting the wall
in the drawing, It is advisable when the walls crossing to overlap.
Another reason if you do not get a right topology solution, is that maybe you have placed
objects on top of each other. E.g. A wall is placed on top of another wall in the same floor.
(this can happen when you copy a floor and you paste in the same floor). Also, do not place
beams on top of a wall along the wall. The beams must be free to deform. They can span
between two walls. Do not place columns inside walls, the columns must be free around
and they must have beams on top to take load.
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Plate numbering. You can change the automatic plate numbering by clicking with the
mouse at the corresponding plate. If you change something on the drawing or the distance
dmin the new automatic topology recognition may change the plate numbering.
Plate, d min of topology recognition. Minimum distance for topology recognition. Basic
distance which is used by the programs expert system to close the drawing gaps between
walls and beams. Initially this distance is set to half wall width. If in the topology
recognition the closed regions of plates are not recognized, increase dmin and click at
Compute until you get the right topology recognition.
Plate areas. By clicking you can see the area of each plate.
Compute. By clicking the topology recognition is performed with dmin
Plate Thickness. You can change the plate thickness [m], by clicking at the button [Thick]
and then on the plate.
The default values are the ones you have chosen in the central menu for each floor. By clicking
Thickness and then Default, the default values are set in all the plates.
Plate default values for load and thickness. After you choose loads or thickness, by clicking
this button you reset the default load or thickness values.
Plate Loads. You see and you can change the loads of the plates. You change the loads by
clicking at a plate. The default loads are the ones from the central menu Loads in kN/m².
By clicking Loads and then Default, the default values are set in all the plates.
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10. Masonry Materials
To set the default values of the materials in the program enter the menu
Parameters/Initial values /Materials.
The mMaterials used in the program are kept in various data bases. The material properties
can be edited, updated and deleted, from the menu Parameters/Materials. The folder the
materials are kept is the folder \FEDRA\DB1. A backup of the first installed materials is kept
in folder FEDRA\BAK\DB1.
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Masonry walls
A list of masonry walls exists in the program. In order to see the properties or to change
them, or insert new wall, click at Edit, or double click on a table line. This list and the
masonry wall properties must be updated with the data of the region, or country the
program is used.
Give the values in the corresponding boxes. In order to change values you must first
unlock. For a new masonry wall you give first the name and the thickness, then choose
masonry units, and mortar, and check if the masonry has or not longitudinal joint.
Automatically the masonry properties are evaluated according to Eurocode 6 (§3.6.2.3,
§3.6.2.4, §3.6.2.5). By clicking at [compute] the computations based on Eurocode 6 are
performed. The modulus of elasticity E is set equal to 1000xfk according to Eurocode 6
§3.8.2 . The shearing strength fvk0 is set according to EC6, Table 3.5, ENV 1996.
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Masonry units
List of masonry units in the program. In order to see the properties or to change them click
at Edit, or double click on a table line. Basic requirement of Eurocode 6 (§2.2), for the
compressive strength is fb>=2.5 Ν/mm². This list and the masonry unit properties must be
updated with the data of the region, or country the program is used.
Give the properties of the masonry units at the corresponding boxes. You can also choose
the type of masonry units from the six types of Eurocode 6. From the dimensions of the
masonry unit the values of coefficient δ is obtained based on Eurocode §6.3.1.2 table 3.2.
The category I or II depends on the quality control criteria. The group of the masonry units
is according to Table 3.1 of the Eurocode 6.
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Group-1: volume of holes <=25% and volume of one hole <=12.5%.
Group 2a: volume of holes 25-45% for clay units and 25-50% for concrete aggregate
units and volume of one hole <=12.5%for clay units and <25% for concrete aggregate
units.
Group 2b: volume of holes 45-55% for clay units and 50-60% for concrete aggregate
units and volume of one hole <=12.5%
Group 3: volume of holes <=70%.
In order to do changes you must first unlock.
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Mortars
List of mortars that are included in the program. In order to see or change properties click
on Edit, or double click on a table line. The mortars are classified according to their
compressive strength. A mortar M5 has a compressive strength 5 N/mm². According to
Eurocode 6 (2.3) for unreinforced or confined masonry the mortar must be M5 and above,
for reinforced masonry must be M10 and above. The mortar properties must be updated
with the data of the region, or country the program is used.
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• Gunites (wall strengthening with concrete covering)
In menu [Parameters/Materials/Masonry] you find the Masonry walls. To change the walls
properties click on Edit.
If the wall has concrete strengthening with gunites, then check and click at Gunites
and you enter the properties of the gunites.
There you define the thickness, and the reinforcement of the concrete covering, and
automatically the masonry wall properties (thickness, compressive and shear strength), are
changed with the gunite strengthening. This new wall with gunite strengthening is added to
the masonry wall database. You have to be careful, in order to don’t loose the existing
masonry wall without gunite, make a new wall with the same properties and add the gunite
to it.
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Concrete - Reinforcing steel
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11. Structural Loads
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Structural Loads
In order to change values you must first unlock. The loads must be adjusted according to
the loading code of the region or the country the program is used.
Note on Roof and Floor load evaluation
The roof loads are computed from the enclosed roof area (after topology recognition),
multiplied by a factor c=Roof Load Coefficient. The total roof load is distributed to the
carrying walls in proportion to their length.
The loads from the concrete floors are computed doing a static analysis (slabs according to
Marcus theory, beams as a grid).
The loads from wooded floors are computed and transferred to the walls as the roof loads
above.
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Action coefficients Eurocode 0, T.A1.1
The coefficient ψ2 (psi2) is used as a multiplier of the live loads in the earthquake loading.
In order to change values you must first unlock.
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12. Initial values
You define the default values the program uses.
These values are loaded in a project, the first time
the project file is created.
•
Earthquake
Initial (default) values for earthquake design. You choose values with the corresponding
button.
Define a, the proportion of the horizontal ground acceleration to the acceleration of gravity.
The total horizontal force of a building due to earthquake is H=axV where V is the total
vertical load of the building (V=G+ψ2xQ). The distribution of the seismic force vertically is a
reverse triangular distribution.
You define also the variation of the seismic eccentricity in (%). Eg. defining a variation of
20% means that if the computed earthquake eccentricity is e (offset of mass center in
respect to elastic center), the eccentricity used in computing the earthquake forces is
1.20xe. The elastic center axis is defined as the elastic center of the floor closer to 0.8H.
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Seismic
coefficient
•
Soil class
•
Building
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Building
You define the default building configuration.
•
Dimensions
You define the default values for some dimensions of building parts, used id the drawing
modulus.
•
Masonry
You define the Masonry type and construction level according to Eurocode 6 .
Masonry Type Eurocode 6, §2.4.3.
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•
•
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Materials
Design parameters
Plate d min of topology recognition. Minimum distance for topology recognition. Basic
distance used by the program's expert system to close the drawing gaps between walls and
beams. Initially this distance is set to half wall width. If in the topology recognition the
closed regions of plates are not recognized, increase dmin and click at Compute.
Finite element mesh. Each masonry wall is automatically divided in finite elements. These
finite elements are plane stress quadrilateral elements, with four nodes. A number between
8 and 16 for element separation across the height gives usually very good results.
Stress smoothing. Before the checks the stress results from finite element solution are
smoothed over 3 or 5 elements, to avoid stress concentration regions.
Roof support eccentricity. Defines the eccentricity ratio over the wall thickness, of the roof
support in respect to the wall axis. (See more in chapter below, or Eurocode 6 Annex
C).
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13. General building characteristic
•
Building Shape - Floors
•
Floor type-floor height
You define the kind of the floors (concrete slabs, or timber). The floor heights are
from top of the floor to the top of the above floor.
•
Masonry type
You define the type of masonry and the category of execution. The category of
execution is according to Eurocode 6, §2.4.3.
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14.
RUNETsoftware
Reports
The reports are produced simultaneously with the
computations. You can print the reports or preview
them by clicking on the right green pad. You can
always choose chapters before you print the report.
The reports for Vertical wall loads, Seismic loads and
Masonry design, can be quite long because they
include detailed calculations. You can have a short
version with summary of the results by choosing short
report.
•
Printing Report
You select /deselect the chapters you want to print by clicking
on them. The mark V means that the corresponding chapter
will be printed.
By clicking Print you print the selected chapters.
In case the printing has been interrupted in the middle
of a report, then start printing from some chapter, after
you have deselect the ones before (mark >> off) and
specify the number of the first page to start in the box
First Page.
If you want to print a part of a chapter then check the
box One part, page selection, Click Print and in the
dialog it appears specify the beginning and the end
page of the chapter numbering, as you see it in the
preview.
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Printing drawings
In order to print a drawing you select it from the left objects and them by drag and drop
you place them on the right corresponding pages. E.g. If you want among the printed
drawings to have the drawings of slab reinforcement of the 1st floor, you select with the
mouse the object 1st floor from the left objects and by drawing and dropping you place it
on the page slab reinforcement.
With
you preview the printout. By selecting an object on a page at the right window
and pressing the Delete key you remove the corresponding drawing from the printouts.
•
Save drawing to DXF file
You can save the drawings in dxf files and then you can process then with AutoCAD or
other drawing programs.( The DXF files contain lines and not objects).
After you open the project you click
and in the dialog window which appears you give
the name of the files *.dxf, where the drawings will be saved.
By clicking at [Save in files] the new DXF files are created for each floor. The drawings
have various layers.
To process the drawing in AutoCAD you must do Select all and
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15. Timber roof with Eurocode 5
A detailed analysis according to Eurocode 5, EN 1995-1-1:2004, Design of timber structures –
General – Common rules and rules for buildings. All the load combinations of the Eurocode 5 are
considered and all the checks of the truss elements in combined loading. In addition the
nailed joints are designed, and the natural periods of the trusses are computed.
You can compute, preview and print the roof design from the main screen of roof design.
•
Roof type
You define the basic roof type, which is used for the load computation and distribution.
Design data for timber roofs. You give the dimensions, loads and cross sections for the
timber roof truss. Then you press compute to do the calculations. The program checks for
dimension compatibility. If the cross sections are not enough you will get warning
messages in red in the report.
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•
Dimensions element cross sections
•
Dimensions of truss
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Give the span of the truss and the height. If it is necessary give the intermediate
dimensions L1 or H1. All the dimensions in meters (m).
•
Stiffness of joints
You select the stiffness of joints. By moving the bar at left the truss is solved with very
flexible (almost pins) connections. By moving the bar to the right the truss is solved with
very stiff connections.
•
Spacing of trusses
•
Spacing of purlins
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Roof finishing
Loading of roof covering
Loads in kN/m² of the roof covering ( tiles or other materials ).
•
Strength classes
The classification of timber in various strength classes, are given in EN338 "Structural
timber-Strength classes", as follows.
•
Service Class EC5 3.1.5
In Eurocode 5 the service classes are defined from the mean moister content of the timber.
In most cases National Application Documents, define this classification.
According to Eurocode 5:
Class1 In this class the mean moisture content of coniferous timber is below 12%
Class 2 In this class the mean moisture content of coniferous timber is below 20%
Class 3 Higher moisture content.
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Snow loading EC1 part 2-3
The snow loading on roofs according to Eurocode 1 EC1 is : s=µi.Ce.Ct.sk [kN/m²]
µi shape coefficient of the snow loading
Ce and Ct coefficients depending on the exposure to wind and the thermal insulation of the
roof correspondingly and usually they have values =1.
sk Is the characteristic snow load value on the ground in kN/m².
For the EC countries the values of sk are given in Eurocode 1, part 2-3, Appendix A.
The values of µi used in the program are according to Eurocode 1 part 2-3 3.1 and 3.2
Case of mono-pitch roof
Case of double-pitch roof
•
Wind loading EC1 part 2-4
For single-pitch roofs one loading (pressure) is considered.
For double pitch roofs two loading are considered, one with wind from left to right
(pressure at left drag at right), and second with wind from right to left (pressure at right
drag at left)
In the program the wind loading is computed as we=qw.Cpe, where qw is the wind
loading on a vertical surface in kN/m² .
The wind loading according to Eurocode 1 part 2-4 is : we=qref. Ce(ze).Cpe
qref=(ρ.vref²)/2 [N/m²], ρ is the air density =1.25 kg/m³
vref is the wind reference velocity (m/s). v1=qref. Ce(ze)
Ce(ze) is computed according to diagram 8.1 of Eurocode 1.
Cpe is the pressure coefficient and is computed from the roof pitch according to EC1
part 2-4 6.1.3 for mono-pitched roofs, and according to EC1 part 2-4 6.1.4 for doublepitched roofs.
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16. Wall load eccentricity
Basic factors for the design strength of the masonry, according to Eurocode 6, is the load
eccentricity of the floors and the roof. This eccentricity is a part of the reduction factor
Φ=1-2e/t of the vertical load resistance of the masonry, which is reduced a lot with the
eccentricity. The exact evaluation of the load eccentricity is difficult. Eurocode 6 shows on
Annex C some methods, which have been used in the program.
Eurocode 6 also in Annex C, proposes for wooded floors a bearing depth 20% of the wall
thickness. This for the case of roofs, as there is not wall load from top, gives very severe
eccentricities that reduces the vertical load capacity to zero. In the program the eccentricity
of the roof is a parameter (εκ=e/t), and the user, depending on the way the roof supports
are constructed, can define the load eccentricity in the menu Parameters/Loads/Floor loads.
For the concrete floors the eccentricity (Mi/Ni) is computed according to Eurocode 6 Annex
C.
E3 ⋅ I 3 E4 ⋅ I 4
+
I3
I4
k=
E1 ⋅ I1 E2 ⋅ I 2
+
h1
h2
For wooden floors the eccentricity is computed according to Eurocode 6 Annex C with
bearing depth 0.20 x wall thickness.
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17. Design methodology
The design of the masonry buildings is based on the assumption that the maximum part of
the vertical and horizontal loads are taken from the masonry.
The concrete floor design in vertical loads is done considering the beams as space grillage.
The concrete slabs are solved with the method of Marcus. The horizontal seismic forces on
each floor considered as equivalent static loads. The floors are assumed that they act as
horizontal stiff diaphragms. The wall stiffness and the wall stresses are computed using
finite element analysis.
The dimensioning of the concrete elements (slabs, beams, columns, footings) is based on
Eurocode 2. The masonry dimensioning is done using the Eurocode 6. The timber roof is
dimensioned using Eurocode 5. The seismic loading is based on Eurocode 8.
If some checks for the masonry are not verified will appear with red font in the reports. In
that case you must change masonry dimensions or materials, or masonry mortar.
•
Slabs
The topology of slabs, the surrounding beams and walls, the shape and elements needed
for the slab analysis are automatically recognized by the program expert system. The user
has complete overview of the topology and all the analytical computations in the reports.
The design of concrete slabs is based on Marcus method.
In the masonry building, in most cases, the plate arrangement is simple and almost
orthogonal. In that case the solution with Marcus method produces satisfactory results.
This method is based on the solution of unit plate strips located at mid spans, with equal
deflections at the plate centers. From this assumption is obtained the plate load distribution
in the two main plate directions. The advantage of the plate torsional resistance is not
taken into account. Each plate strip is solved as a continuous beam. The solution is
obtained through specific coefficients, which are obtained from the solution of continuous
beams of equal spans. These coefficients are taken such as to obtain the maximum design
values for internal forces in each case. The minimum (maximum in absolute value) support
bending moments are obtained using the most unfavourable position of live loads in an
equivalent continuous beam. Correspondingly the maximum (minimum in absolute value)
support moments are obtained using the most favourable position of live loads, and from
these support moments are obtained the maximum span Moments with additional span
loading 1.35g+1.50 q.
The loads transferred on the beams and walls are obtained for loading with live load both
slabs on the left and right side of the beam or wall. In the case of slabs with span ratio over
2, or load factor <0.10, the load is transferred only in one direction. In this case the beam
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which does not take load from the slab is loaded with a minimum uniform load equal to
wL/4 where w=1.35g+1.50q. (g, q dead and live load of the plate, L the beam span).
The design for ultimate strength is done according to Eurocode 2 §6.1. The design for
serviceability conditions is base on control of the slenderness ratio (EC2 §7.4.2). In
addition the minimum steel reinforcement requirements are verified. The minimum cover
for steel reinforcement is set to 20 mm which satisfies the code requirements (EC2 §4.4.1)
for dry or humid environment.
Beams
•
The concrete floor beam system is designed as a system of beam grid. The structural
analysis is done with finite elements. The finite elements are beams with 3 degrees of
freedom per node, rotations around x-x and y-y axis and vertical displacement along the zz axis. The grid is supported on the walls and the columns. When the wall is not parallel to
the beam axis the rotations are zero. For the computation of the beam stiffness the
effective flange width is taken 0.70L/10 for each beam flange (left or right).
The solution is done for unit uniform loads on each span of the grid. The most unfavorable
load combinations are obtained with combination of the unit loads results (1.35g and 1.50
q). The solution is done with Gauss method for symmetric banded matrices.
The dimensioning of beams is done based on Eurocode 2. For the design the support
bending moments are taken at a distance 10 cm from the support (wall or column) axis.
The design shearing force values are taken at a distance d (beam height) from the support
face (EC2 §6.2.2). The effective flange width is taken 0.70L/10 for each beam flange left or
right. The minimum reinforcing steel coverage is set to 50 mm which satisfies the code
requirements (EC2 §4.4.1) for dry or humid environment. The verification of crack width
requirements and maximum deformations are done according to (EC2 §7.4.2).
•
Masonry walls
The masonry walls are carrying most of the vertical and all the horizontal loads. The
computation of the horizontal seismic forces for each floor level is based on equivalent
static loads. The vertical distribution of the seismic loads is reverse triangular.
The distribution of the total horizontal floor force on the masonry walls is done using the
stiffness of each wall. This stiffness depends on the wall dimensions and the dimensions
and positions of the openings. The wall stiffness is computed wit a finite element analysis of
each wall, for unit relative displacement between the top and bottom wall ends. After the
computation of the horizontal loads the evaluation of the internal stresses of the walls is
done also with a finite element analysis, for the various load combinations.
The design for the masonry is done for the ultimate limit state based on Eurocode 6,
chapter 6. All the checks for loading cases 1.35g+1.50q, and 1.00g+0.30q+earthquake,
are done for compression, and shear. In addition verification of slenderness ratio
requirements and checks for strength at stress concentrations are performed according to
Eurocode 6.
These checks are:
Nsd<Nrd, Nrd =design vertical load resistance (Eurocode 6 §6.1.2).
Nsd Vertical design load, which is evaluated as vertical load per unit length from the
maximum compressive stresses, obtained from the finite element solution (the regions of
stress concentrations at beam supports are excluded).
N Rd =
(Φ
i ,m tf k
)
γΜ
Φi,m is the capacity reduction factor, which takes into account the effects of slenderness
and eccentricity of the loading. The eccentricities for the computation of capacity reduction
factors are computed from the loads on the slabs and beams based on Eurocode 6 §6.1.3
and annex C.
t : is the wall thickness,
fk : is the characteristic compressive strength of the masonry which is obtained based on
Eurocode 6 §3.6.1, for each masonry type depending on the masonry units, and the
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masonry mortar.
γM : is the partial safety factor for the material and is obtained according to Eurocode 6
§2.4.3.
The slenderness ratio check performed based on Eurocode 6 §6.1.3. The effective height of
the wall is taken hef=ρh h. The coefficient ρ is computed for partial or complete restrain on
the top and bottom of the wall and we consider ρ3=ρ4=1 for vertical wall edges, as most
unfavourable.
The shear verification is done according to Eurocode 6 §6.2.
Vsd<Vrd.
Vsd is the applied shear load which is computed as horizontal force per unit length from the
maximum shearing stresses obtained from finite element analysis (excluding stress
concentrations at beam supports).
VRd = ( f vk tl )
γΜ
The maximum compressive stresses obtained from finite element analysis at the places of
beam supports are verified according to §6.1.7 to be less than fk/fM.
•
Columns
The horizontal seismic forces are taken only from the masonry walls. The columns of the
building due to their small stiffness compared to the walls do not take any horizontal
loads.. The columns are designed in biaxial bending with compression. The moments Mxx
and Myy at the column top are computed from the corresponding rotations of the floor
beam grid. The reinforcement is computed from the corresponding tables second order
effects are not taken into account, instead the slenderness ratio is checked to be λ<25
(EC2, §4.3.5.5.3)
•
Foundation
The building foundation is assumed to be in the same ground level, and that all the
insulated footings are connected in both directions with foundation beams.
The minimum width of foundation is computed so the bearing soil pressure is not exceeded.
•
Seismic Design
The seismic design is based on equivalent static loads at the level of each floor according to
Eurocode 8 §4.3.3.2. The percent of mass distribution of the walls at the upper and lower
wall level can be adjusted in the program parameters Parameters/Design parameters/.
The total seismic force is defined as in Eurocode 8 §3.2. The distribution of the seismic
force along the structure height is a reverse triangular distribution.
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At each floor the eccentricity of the horizontal loading is computed. Additional accidental
eccentricities are defined as Eurocode 8 §4.3.2. In the program parameters you can adjust
the parameters for accidental eccentricities.
The horizontal load of each floor is applied to the mass center of the floor, and the building
is assumed to rotate around an elastic axis. The elastic axis is defined as the axis passing
through the elastic center of the floor which is more near to the level 0.8H, where H is the
building height.
A part up to 25% of the base shear in the various walls, obtained from the distribution of
the total shear force of the floor, can be redistributed among the walls Eurocode 8 §9.4.6 .
The redistribution percentage is defined in the program parameters.
•
The Finite Element method
With the finite element method a continuum with infinite number of degrees of freedom is
approximated from a discrete system of elements connected only at a finite number of
nodal points. The solution of the problem is reduced to a discrete number of equations,
from which the unknown values at the nodal points are obtained.
The method of finite elements has founded in the end of 1950 by Argyris, Turner and
Clough. After that a large number of theoretical work and computer programs together
with the rapid developments in computer power made the finite element method a powerful
tool of analysis in all the branches of applied science.
In the program we use plane stress quadrilateral elements with four nodes. The finite mesh
is obtained automatically keeping an element ratio (width to height) less than 2. The
solution algorithm and the accuracy of the results have been checked with other well
established programs, SAPIV, STRUDL.
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18. Basic directions
•
Drawing Beams
The beams considered in the program are free to deform. Do dot use beams lying on top
and along a wall, as bond beams or lintels. Bond beams lying on top and along the walls
must not be given in the program.
Example of floor beams. In the drawing you draw two beams from one wall to the opposite.
The program automatically recognizes and numbers the two spans of each beam.
The concrete floor beam system is designed as a system of beam grid. The structural
analysis is done with finite elements. The finite elements are beams with 3 degrees of
freedom per node, rotations around x-x and y-y axis and vertical displacement along the zz axis. The grid is supported on the walls and the columns. When the wall is not parallel to
the beam axis the rotations are zero. For the computation of the beam stiffness the
effective flange width is taken 0.70L/10 for each beam flange (left or right).
The grid is solved for unit uniform load on each span. The most unfavourable load
combinations are obtained with combination of the unit loads results (1.35g and 1.50 q).
Gauss method for symmetric banded matrices is used in the solution.
In the solution of floor beam system you can get an error of unstable solution because
there are not enough supports. This can happen when you have unconnected beams, that
means beams not crossed by other beams or walls. In this case the rotational degrees of
freedom cannot be blocked to have equilibrium. To avoid the problem extend the beam
until it meats (crosses) a wall or another beam.
The dimensioning of beams is done based on the Eurocode 2 (EC2). The support bending
moments are taken at a distance 10 cm from the support (wall or column) axis. The design
shearing force values are taken at a distance d (beam height) from the support face (EC2 §
4.3.2.3). The effective flange width is taken 0.70L/10 for each beam flange left or right
(EC2 § 2.5.2.2). The minimum reinforcing steel coverage is taken 50 mm which satisfies
the code requirements for dry or humid environment (EC2 § 4.1.3.3). We use only straight
reinforcing steel bars, and the shear force is taken only with vertical stirrups. The minimum
requirements for steel reinforcement are verified (EC2 § 5.4.2). The verification of crack
width requirements and maximum deformations are done according to Eurocode 2 (EC2 §
4.4.1 and § 4.4.3) .
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Drawing Columns
The columns in the program must be free columns. Columns inside the walls are not
considered, these are strengthening of the wall system. In order for the columns to take
loads they must have beams on top. The loads are transferred to the columns only from
beams.
The dimensioning of beams is according to Eurocode 2. For the design, the support bending
moments are taken at a distance 10 cm from the support (wall or column) axis. The design
shear force values are taken at a distance d (beam height) from the support face (EC2
§6.2.2). The effective flange width is 0.70L/10 for each beam flange left or right. The
minimum reinforcing steel coverage is set to 50 mm which satisfies the code requirements
(EC2 §4.4.1) for dry or humid environment. The verification of crack width requirements
and maximum deformations are according to (EC2 §7.4.2).
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19. What kind of buildings can be designed with
FEDRA
You can design buildings where the major part of the loads is carried by the masonry. The
floors are assumed that they act as horizontal stiff diaphragms. All the horizontal seismic
forces are carried by the masonry. There can exist free columns from reinforced concrete,
but they do not take any seismic loading. The stiffness of the columns is negligible
compared with the masonry wall stiffness.
The shape of the building must be simple and the slabs about orthogonal.
Design codes in masonry buildings.
The masonry dimensioning is done using the Eurocode 6 (EC6).The dimensioning of the
concrete elements (slabs, beams, columns, footings) is based on Eurocode 2 ( EC2. The
dimensioning of the timber roofs is done using Eurocode 5 (EC5). The earthquake loading is
considered as static horizontal loads at the floor levels with a reverse triangular distribution
Eurocode 8 ( EC8).
Slabs
Slabs are designed with the method of Marcus. Non orthogonal slab shapes must be
avoided.
Beams
Beams are designed as space grid.
Masonry
On top of the masonry walls, and the openings, the existence of small concrete beams is
assumed, which are taking the small tension stresses.
Columns
The columns must have rectangular cross section, with about equal dx and dy dimensions.
Long columns must be replaced with masonry elements. The columns are designed in
biaxial bending and the reinforcing steel is considered symmetric on each column side.
Footings
They are considered as centric footings. Some small moments are taken from connecting
foundation beams.
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What you cannot do
1) You cannot have columns on top of slabs, beams, or walls. A column must
continue with a column underneath.
2) You cannot have a wall under two walls or a wall on top of two walls. A wall
must have a wall underneath.
3) You cannot have flat slabs.
•
Program limitations
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20. Report parameters
From the main menu you can adjust the
appearance and the printout of the reports by using
the [report parameters setup].
•
Report –setup
Header, page footer, paper size, orientation, line
distance, margins etc.
•
Report Page Header
On the page’s header it can
appear, a small picture (bitmap), at the project
title, the chapter title, the page number and an
horizontal line underneath. By checking the
corresponding boxes you can choose which of the
above objects you want to appear on the caption.
The position of these objects is regulated from
the numbers in mm you specify in the boxes in
columns 2 and 3. In the last column you can set
the font, or select a bitmap for the icon, or the
thickness and colour of the line. At the page
place you can specify the letters you want to
appear before the page number e.g. Pg. With
the buttons at the bottom you can preview or
print a sample of the header.
•
Main report
You select the font type, as well as the size of
the font. For the font type it is wise to select
non proportional fonts, such as Courier, Courier new, Lucida
Console, so that the report formulas and tables to be aligned
properly.
You can also specify the page margins (left, right, top, bottom) in
millimetres (mm).
•
Report page footer
On the page’s footer it can appear, the logo of
the design firm, the file name of the project,
the report subtitle or chapter title, the report date, and
an horizontal line on top. By checking the
corresponding boxes you can choose which of the
above objects you want to appear on the caption. The
position of these objects is regulated from the
numbers in mm you specify in the boxes in columns 2
and 3. In the last column you can set the font, or the
thickness and colour of the line.
With the buttons at the bottom you can preview or
print a sample of the page footer.
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Page setup
•
Report cover
You can design your own front page of the report. From
[Report Setup/Page Preview/Report Cover]
you can edit the features on the cover of the report. The
cover can be displayed with an outline, a picture (from
bitmap file) and two text lines. You can adjust the contents
with the checkboxes.
The outline's colour and thickness be changed.
If you wish a picture on the cover, you can choose from the
examples or choose your own bitmap.
The style of text in the two text lines from the font style
editor box.
You can Preview your new report
cover and also do test print.
•
Report setup, Various
Report paragraphs etc.
If you check, [Change page for each chapter], The
computations of every design objects will start on a new
page.
If you check, [Print Errors in red colour ], warnings will be
printed in red when computations are not satisfying the
codes or standards.
You can adjust the line distance in mm and the paragraph
left margin in characters.
The indentation of paragraphs can be adjusted from the
margin already set in [Report setup/Page-setup/main report].
The indentation can be adjusted in characters (not mm).
margins are according to the figure.
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21. Bibliography
Eurocode 0
1990:2002
Basis of structural design
Eurocode 1
EN 1991-1-1:2002
Actions on structures – general actions – Densities, self-weight and
imposed loads.
EN 1991-1-2:2002
Actions on structures – general actions – Actions on structures
exposed to fire
EN 1991-1-3:2003
Actions on structures – general actions – Snow loads
EN 1991-1-4:2005
Actions on structures – general actions – Wind actions
EN 1991-1-5:2003
Actions on structures – general actions – Thermal actions
EN 1991-1-6:2005
Actions on structures – general actions – Actions during execution
EN 1991-1-7:2005
Actions on structures – general actions – Accidental Actions
EN 1992-1-1:2004
Design of concrete structures, General rules and rules for buildings
EN 1992-1-2:2004
Design of concrete structures, General rules -Structural fire design
EN 1995-1-1:2004
Design of timber structures – General – Common rules and rules
for buildings
EN 1995-1-2:2004
Design of timber structures – General – Structural fire design
EN 1996-1-1:2005
Design of masonry structures, General rules for reinforced and
unreinforced masonry structures
EN 1996-1-2:2005
Design of masonry structures, General rules - Structural fire
design
Eurocode 7
EN 1997-1:2004
Geotechnical design – General rules
Eurocode 8
EN 1998-1:2004
Design of structures for earthquake resistance, General rules,
seismic actions and rules for buildings
EN 1998-5:2004
Design of structures for earthquake resistance, Foundations,
retaining structures and geotechnical aspects
Eurocode 2
Eurocode 5
Eurocode 6
A.W. Hendry, B.P.Sinha and S.R.Davies "Design of Masonry Structures", E and FN Spon
1997
Marcus H., "Die vereinfachte Barechnung biegsamer Platten", 2nd ed., Springer-Verlag,
Berlin, 1929
User Manual
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